混凝土楼盖课程设计双向板

.目录1现浇楼盖尺寸及梁板部署........................................-1-2梁板尺寸的确定................................................-2-3板的计算......................................................-2-3.1荷载设计值..............................................-2-3.2计算跨度................................................-3-3.3弯矩计算................................................-3-3.4截面设计................................................-5-4主梁设计......................................................-9-4.1短跨主梁设计............................................-9-荷载设计值........................................-9-荷载最不利部署图.................................-10-弯矩设计值.......................................-10-4.1.4短跨主梁配筋.........................................-13-4.2长跨主梁设计...........................................-16-荷载设计值.......................................-16-荷载最不利部署图.................................-17-弯矩设计值.......................................-17-长跨主梁配筋.....................................-20-总结...........................................................-25-致谢...........................................................-27-Word文档资料.Word文档资料.现浇楼盖尺寸及梁板部署主梁沿横向和纵向双向部署，采用双向板计算L1=2200mmL2=7200mm1.1设计参数1、某库房，楼面标准使用活荷载为8.0kN/m2。2、楼面面层为20mm厚水泥砂浆抹面，梁板为天花板抹灰15mm厚混杂砂浆。3、资料采用混凝土：采用C30（fc=14.3N/mm2）2钢筋：梁中受力纵筋采用HRB400一般热轧钢筋（fy=fy’=360N/mm）其余钢2筋一律采用HPB300一般热轧钢筋（fy=fy’=270N/mm）Word文档资料.梁板尺寸的确定板厚：h>lo/50=7200/50=144mm,故取板厚h=150mm主梁：短跨主梁：梁高（1/15~1/10）lo=（440~660）mm,取h=600mm梁宽（1/3~1/2）h，取b=250mm长跨主梁：梁高（1/15~1/10）lo=（1/15~1/10）7200=（480~720）mm故取h=700mm梁宽（1/3~1/2）×700，取b=300mm板的计算3.1荷载设计值板的永久荷载标准值20mm厚的水泥砂浆0.02××20=0.4KN/m2梁板15mm厚的混杂砂浆0.015×20=0.3KN/m2板的荷载0.15×25=3.75KN/m2小计g=0.4+0.3+3.75=4.45KN/m2>4KN/m2故板的永久荷载g=4.45×1.2=5.34KN/m2活荷载q=8×1.3=10.4KN/m2g+q/2=(5.34+10.4/2)=10.54KN/m2q/2=5.4KN/m2g+q=5.34+10.4=15.74KN/m2Word文档资料.3.2计算跨度内跨：l0lc（轴线间距离）边跨：l0lc+240/23.3弯矩计算跨中最大弯矩为当支座固准时在g+q/2满布荷载和内支座铰支时在q/2间隔布置作用下的跨中弯矩之和。混凝土的泊松比取0.4依照不同样的支承情况，整个楼盖可分为A、B、C、D四种区格板（1）A区格板：lo1=6.6m，l02=7.2mlo1/lo2=0.92四边固定lo1、l02方向的跨中弯矩系数分别为：0.0215、0.0168四边固定支座负弯矩系数分别为：-0.0575、-0.0538四边简支lo1、l02方向的跨中弯矩系数分别为：0.0440、0.0360m1=（0.0215+0.4×0.0168）×10.54×6.62+（0.0440+0.4×0.0360）×5.2×6.62=26.18KN?mm2=（0.0168+0.4×0.0215）×10.54×6.62+（0.0360+0.4×0.0440）×5.2×6.62=23.80KN?mm1m1=-0.0575×15.74×6.62=-39.42KN?mm2m2=-0.0538×15.74×6.62=-36.89KN?m（2）B区格板：lo1=6.72m，l02=7.2mlo1/lo2=0.93三边固定一边简支lo1、l02方向的跨中弯矩系数分别为：0.0210、0.0169Word文档资料.三边固定一边简支支座负弯矩系数分别为：-0.0645、-0.0560四边简支lo1、l02方向的跨中弯矩系数分别为：0.0430、0.0361m1=（0.0210+0.4×0.0169）×10.54×6.722+（0.0430+0.4×0.0361）×5.2×6.722=26.70KN?mm2=（0.0169+0.4×0.0210）×10.54×6.722+（0.0361+0.4×0.0430）×5.2×6.722=24.56KN?mm1=-0.0645×15.74×6.722=-45.85KN?mm1=0m2m2=-0.0560×15.74×6.722=-39.80KN?m（3）C区格板：lo1=6.6m，l02=7.32mlo1/lo2=0.90三边固定一边简支lo1、l02方向的跨中弯矩系数分别为：0.0221、0.0165三边固定一边简支支座负弯矩系数分别为：-0.0663、-0.0563四边简支lo1、l02方向的跨中弯矩系数分别为：0.0456、0.0358m1=（0.0221+0.4×0.0165）×10.54×6.62+（0.0456+0.4×0.0358）×5.2×6.62=26.75KN?mm2=（0.0165+0.4×0.0221）×10.54×6.62+（0.0358+0.4×0.0456）×5.2×6.62=23.87KN?mm1m1=-0.0663×15.74×6.62=-45.46KN?mm2=-0.0563×15.74×6.62=-38.60KN?mm2=0（4）D区格板：lo1=6.72m，l02=7.32mlo1/lo2=0.92邻边固定邻边简支lo1、l02方向的跨中弯矩系数分别为：0.0280、0.0226Word文档资料.邻边固定邻边简支支座负弯矩系数分别为：-0.0756、-0.0710四边简支lo1、l02方向的跨中弯矩系数分别为：0.0440、0.0360m1=（0.0280+0.4×0.0226）×10.54×6.722+（0.0440+0.4×0.0360）×5.2×6.722=31.34KN?mm2=（0.0226+0.4×0.0280）×10.54×6.722+（0.0360+0.4×0.0440）×5.2×6.722=28.67KN?mm1=-0.0756×15.74×6.722=-53.74KN?mm1=0m2=-0.0710×15.74×6.722=-50.47KN?mm2=03.4截面设计截面的有效高度：二类环境板的最小保护层厚度20mm，假定采用10钢筋，取板厚1000mm则lo1方向跨中截面的ho1=150-20-10/2=125mmLo2方向跨中截面的ho2=125-10=115mm支座截面的h0=125mm截面设计用的弯矩：因楼盖周边有梁与板整浇，板是塑性的，故所有区格的跨中弯矩及支座弯矩都要折减20%A区格板：lo1方向h0=125mm弯矩M=0.8×26.18=20.94KN?mxh0h022M1As1fcbx1fcbfyx1251252220.9410612.32mm1.014.31000Word文档资料.As1.014.3100012.32652.50mm2270采用10@120实有AS=654mm2最小配筋率验算：min0.45ft/fy0.451.43/2700.23%As/bh654/(150×1000）=0.436%>min=0.23满足要求lo2方向h0=115mm弯矩M=0.8×23.80=19.04KN?mx1151152219.0410612.23mm1.014.31000As1.014.3100012.23647.74mm2270采用10@120实有AS=654mm2最小配筋率验算：min0.45ft/fy0.451.43/2700.23%As/bh654/(150×1000）=0.436%>min=0.23%满足要求区格板：lo1方向h0=125mm弯矩M=0.8×26.70=21.36KN?m2221.36106x1251251.014.312.58mm1000As1.014.3100012.58666.27mm2270采用10@110实有AS=714mm2Word文档资料.As/bh714/(150×1000）=0.476%>min=0.23%满足要求lo2方向h0=115mm弯矩M=0.8×24.56=19.65KN?mx1152219.651061151.014.312.64mm1000As1.014.3100012.64669.45mm2270采用10@110实有AS=714mm2最小配筋率验算：min0.45ft/fy0.451.43/2700.23%As/bh714/(150×1000）=0.476%>min=0.23%满足要求C区格板：lo1方向h0=125mm弯矩M=0.8×26.75=21.40KN?mx1251252221.4010612.61mm1.014.31000As1.014.3100012.61667.75mm2270采用10@110实有AS=714mm2As/bh714/(150×1000）=0.476%>min=0.23%满足要求lo2方向h0=115mm弯矩M=0.8×23.87=19.10KN?mWord文档资料.6x1151152219.101012.27mm1.014.31000As1.014.3100012.27649.66mm2270采用10@120实有AS=654mm2最小配筋率验算：As/bh654/(150×1000）=0.436%>min=0.23%满足要求D区格板：lo1方向h0=125mm弯矩M=0.8×31.34=25.07KN?mx14.92mmAs790.01mm2采用10@95实有AS=826mm2As/bh826/(150×1000）=0.551%>min=0.23%满足要求lo2方向h0=115mm弯矩M=0.8×28.67=22.94KN?mx14.91mmAs789.90mm2采用10@95实有AS=826mm2>minbh345mm2满足要求A-A支座h0=125mm弯矩M=0.8×36.89=29.51KN?mx17.77mm

As941.36mm2采用10@80实有AS=981mm2>minbh345mm2满足要求A-B支座h0=125mm弯矩M=0.8×39.42=31.54KN?mx19.10mmAs1011.70mm2Word文档资料.采用10@75实有AS=1047mm2>minbh345mm2满足要求A-C支座h0=125mm弯矩M=0.8×38.60=30.88KN?mx18.67mm

As988.81mm2采用10@75实有AS=1047mm2>minbh345mm2满足要求C-D支座h0=125mm弯矩M=0.8×53.74=42.99KN?mx26.96mmAs1427.80mm2采用12@75实有AS=1508mm2>minbh345mm2满足要求B-B支座h0=125mm弯矩M=0.8×39.80=31.84KN?mx19.30mmAs1022.34mm2采用10@75实有AS=1047mm2>minbh345mm2满足要求B-D支座h0=125mm弯矩M=0.8×50.47=40.38KN?mx25.11mmAs1329.90mm2采用12@85实有AS=1331mm2>minbh345mm2满足要求主梁设计4.1短跨主梁设计4.1.1荷载设计值板传来的恒载g=5.34KN/m2恒载等效值g=55.346.6/211.01KN/m8主梁自重（含粉刷）（）×0.25×25+[(0.6-0.15)×2+0.25]×0.015×Word文档资料.20=2.845KN/m小计gg=11.01+2.845=13.855KN/m板传来的活载q510.46.6/221.45KN/m84.1.2荷载最不利部署图因主梁的线刚度与柱线刚度之比大于5，均布荷载下的主梁内力近似按连续梁计算，按弹性理论设计，计算跨度ll0=6.6m，满布恒载g再依照活载q部署的不同找到最不利地址g6600660066004.1.3弯矩设计值（1）M1max活载第一跨满布，尔后隔跨部署q121ABBAM1(x)=1glx1gx2x0.100gl21qlx1qx2x0.050ql222l22l=1(gq)x2l(gq)x(0.100g0.050q)lx22Word文档资料.M1(x)l(gq)(gq)x(0.100g0.050q)lx02x2.32mM1max129.032.3226.629.032.3222(0.113.8550.0521.45)6.62.32108.56KN?m（2）正弯矩M2max活载的最不利部署方式以以下图所示,第二跨部署活载，其余两跨不部署结构关于轴线对称，q当x=2.7m时即跨中121B时，正弯矩M最大ABAM2max=0.025gl20.075ql2=85.17KN?m负弯矩M2max活载的部署方式以以下图所示,第二跨不部署活载，其余两跨部署活载q121ABBAM2max=0.025gl20.05ql2=0.025×13.855×6.62-0.05×21.45×6.62=-31.63KN?m（3）MBmax和B支座的最大剪力最不利组合荷载部署以以下图Word文档资料.q121AABB查附表6-2得MBmax0.1gl20.117ql20.113.8556.620.11721.456.62169.67KN/m支座左侧的剪力VBl0.6gl0.617ql0.613.8556.60.61721.456.6142.21KN支座121

右侧的剪力ABBAVBl0.5gl0.583ql0.513.8556.60.58321.456.6.26KN4）A支座处的最大剪力，活载部署图VAmax0.4gl0.45ql0.413.8556.60.4521.456.6100.28KN短跨剪力求Word文档资料.4.1.4短跨主梁配筋h0h4060040560mm，b250mm跨中截面按T型截面计算（1）M1max=148.75KNm1fcbf'hf'(h0h'f)1.014.32200150(5601150)2282.72KNmM1max148.75KNm2此时，受压区高度在翼缘高度范围内，即xhf'150mm，故属于第一类T型截面。fyAs1fcbf'xMu1fcb'fx(h0x)2xh0h022M1max56056022148.751068.51mm1fcb'f1.014.32200As1fcbf'x1.014.322008.51743.68mm2fy360查表采用3C18实有As763mm2Word文档资料.验算最小配筋率：minAs7630.55%0.2%，满足要求。bh0250560（2）M2max=85.17KNm1fcbf'hf'(h0h'f)1.014.32200150(5601150)22282.72KNmM2max85.17KNm此时，受压区高度在翼缘高度范围内，即xhf'150mm，故属于第一类T型截面。fyAs1fcbf'xMu1fcb'fx(h0x)2xh022M2max5605602285.17106h01fcbf'1.014.34.86mm2200As1fcbf'x1.014.322004.86424.71mm2fy360查表采用2C18实有As509mm2验算最小配筋率：minAs5090.44%0.2%，满足要求。bh0250560支座处按矩形截面计算（3）MBmax=169.67KN?m令xbh00.518560290.08mmM1x)114.3250290.08(560290.081fcbx(h0)22403.32KNmM2MBmaxM193.55403.320令Asminbh0.2%250600300mm2Word文档资料.M1MBmaxfyAs(h0as)169.67106360300(56040)113.51KNmxh0h022M156056022113.511061fcb1.014.325059.9mm2as80mm取x2as80mmAs1fcbxfyAs1.014.3250803603002fy3601094.44mm查表采用3C22实有As1140mm2验算最小配筋率：minAs11400.99%0.2%，满足要求。bh0250460斜截面受剪承载力验算截面尺寸：hh'560150410mm，由于hw4101.374，截面尺寸0wb300按下式验算：0.25cfcbh00.251.014.3250560500.50KNVmax142.21KN，截面尺寸满足要求。计算所需腹筋，采用10@200双肢箍筋Vcs0.7ftbh0fyvAsvh00.71.43250560360157560298.40KNVmaxs200不需要配置弯起钢筋验算最小配筋率：Asv1570.12%ft0.1%，满足minbh00.24250560fyv要求。短跨弯矩包络图Word文档资料.4.2长跨主梁设计4.2.1荷载设计值板传来的恒载g=5.34KN/m210.5l010.56.60.458l027.2恒载等效值g=(120.37520.3753)5.346.6/211.74KN/m主梁自重（含粉刷）（）×0.25×25+[(0.7-0.15)×2+0.3]×0.015×20=4.55KN/m小计gg=11.74+4.55=16.29KN/mWord文档资料.板传来的活载q(120.37520.3753)10.46.6/226.47KN/mg720072007200720072004.2.2荷载最不利部署图恒载g满跨部署，再依照活载q部署的不同样找到最不利部署，按弹性理论设计，q123C21ABCBA计算跨度ll0=7.2m4.2.3弯矩设计值1）M1max活载最不利的部署方式以以下图所示，第一跨部署活荷载尔后再隔跨部署此时荷载最不利M1(x)=1glx1gx2x0.105gl21qlx1qx2x0.053ql222l22l1(gq)x2l(gq)x(0.105g0.053q)lx=22M1(x)l(gq)(gq)x(0.105g0.053q)lx023.08m，此时第一跨的最大弯矩值Word文档资料.M1max142.763.0827.242.763.0822(0.10516.290.05326.47)7.23.08202KN?m（2）正弯矩M2max活载的最不利部署方式以以下图所示,第二跨部署活荷载，然后隔跨部署M2x1glx1gx2(1x)0.105gl2x0.079gl222ll1qlx1qx2(1x)0.053ql2x0.04ql222lll(gq)(gq)x(0.079g0.04q)lx0M2(x)2x2.58mM2max=100KN?m（3）M3max活荷载在第三跨部署，尔后隔跨部署活荷载q123C21AABCB第三跨最大弯矩值是在跨中x3.6mM3max0.046gl20.447ql20.04616.297.220.08526.477.22155.4KN?mMB及支座最大剪力活荷载部署在B支座的左右两跨尔后再隔跨部署q12321ABCCBAWord文档资料.q12321ABCCBAMB0.105gl20.119ql20.10516.297.220.11926.477.22251.9KN?m支座左侧的剪力VBl0.606gl0.620ql0.616.297.20.62026.477.2188.5KN支座右侧的剪力VBr0.526gl0.598ql0.52616.297.20.59826.477.2175.7KN（5）MC及C支座最大剪力活荷载部署在C支座的左右两跨尔后再隔跨部署q1B2321ACCBAMc0.079gl20.111ql20.07916.297.220.11126.477.22219KN?mC支座左侧的剪力VCl0.474gl0.576ql0.47416.297.20.57626.477.2.37KNC支座右侧的剪力VBr0.5gl0.591ql0.516.297.20.5926.477.2.1KN6）A支座的最大剪力应在支座右侧部署活荷载尔后再隔跨部署q12C321ABCBAVAmax0.5gl0.59ql0.515.677.20.5921.667.2148.58KNWord文档资料.长跨剪力求4.2.4长跨主梁配筋h0h4070040660mmb300mm1fcbf'hf'(h0h'f)1.014.32400150(6601150)23011.58KNmM1max174.92KNm此时，受压区高度在翼缘高度范围内，即xhf'150mm，故属于第一类型截面。fyAs1fcbf'xMu1fcb'fx(h0x)2xh022M1max66022202106h0'6601.014.38.98mm1fcbf24001fcbf'x1.014.324008.98856.1mm2As360fy查表采用3C20实有As942mm2验算最小配筋率：As9420.46%0.2%，满足要求min300660bh02）M2max=100KN?m1fcbf'hf'(h0h'f)1.014.32400150(6601150)23011.58KNmM2max100KNm此时，受压区高度在翼缘高度范围内，即xhf'150mm，故属于第一类Word文档资料.型截面。fyAs1fcbf'xMu1fcb'fx(h0x)2xh022M2max660660221001064.42mmh01fcbf'1.014.32400As1fcbf'x1.014.324004.42421.3mm2fy360查表采用2C18实有As509mm2验算最小配筋率：minAs5090.26%0.2%，满足要求bh0300660(3)M3max=155.4KN?m1fcbf'hf'(h0h'f)1.014.32400150(6601150)3011.58KNmM2max155.4KNm2此时，受压区高度在翼缘高度范围内，即xh'f150mm，故属于第一类T型截面。fyAs1fcbf'xMu1fcb'fx(h0x)2xh022M3max66066022155.41066.9mmh01fcb'f1.014.32400As1fcbf'x1.014.324006.9657.8mm2fy360查表采用2C22实有As760mm2验算最小配筋率：minAs7600.38%0.2%，满足要求bh0300660支座处按矩形截面计算Word文档资料.(4)MBmax=251.9KN?m令xbh00.518660341.88mmM11fcbx(h0x)114.3300717.29(660341.88)22717.29KNmM2MBmaxM1251.9324.440令Asminbh0.2%300700420mm2M1MBmaxfyAs(h0as)251.9360420(66040)158.16KNmxh0h022M166066022158.161061fcb1.014.330058.6mm2as80mm取x2as80mm1fcbxfyAs1.014.3300803604201373.33mm2Asfy360查表采用4C22实有As1520mm2验算最小配筋率：minAs1520077%0.2%，满足要求bh0300660（5）MCmax=219KN?m令xbh00.518660341.88mmM11fcbx(h0x114.3300717.29341.88)(660)22717.29KNmM2MBmaxM1219324.440令Asminbh0.2%300700420mm2M1MBmaxfyAs(h0as)219360420(66040)125.26KNmWord文档资料.xh0h022M166066022125.261061fcb1.014.330045.8mm2as取x2as80mm1fcbxfyAs1.014.3300803604201520mm2Asfy360查表采用4C24实有As1520mm2验算最小配筋率：minAs15200.77%0.2%，满足要求bh0300660斜截面受剪承载力验算截面尺寸：hwh0h'f660150510mm，由于hw5101.74，截面尺寸b300按下式验算：0.25cfcbh00.251.014.3300660707.85KNVmaxVBl18